Comparative analysis of punching shear strength for

Comparative analysis of punching shear strength for reinforced concrete slabs based on database

Chuanteng Huanga

School of Engineering and Technology, Zunyi Normal College,Zunyi, Guizhou, P. R. China

, Qing Ma and Shuang Pu

Abstract.Although various studies and hundreds of laboratory experiments related to the punching shear strength of reinforced concrete (RC) slabs have been published and conducted respectively, code provisions have been developed based on a rather limited subset of the available test results and those studies ignored the details of test slabs and experiments. A database of 678 specimens has been categorized and structured depending on the test set-up type through the present study. In this study, eight equations for the punching shear strength prescribed in specifications were evaluated based on the database. A simplified strength equation is also proposed from the database. Keywords: code provisions, flat slabs, punching shear, structural design.

1 Introduction In the late 1940’s, flat plates were initially developed in the U.S. Since then, hundreds of laboratory experiments have been conducted to investigate the punching shear behavior of two-way reinforced concrete (RC) slabs at interior supports. In general, most researches distinguished the controlling factors of punching shear strength based on regression analysis of experimental data and elastic theory, and formulated all the controlling factors empirically to calculate the punching shear strength.

Unfortunately, because of arbitrariness by researchers and code developers in selecting reference data together with ignored the details of test slabs and experiments, code provisions have been developed based on a rather limited subset of the available test results and also based on the not detailed categorized tests. Until now, almost all structural design codes judge punching shear failure by the nominal stress in the critical section. However, there are divergences in aspects of location of the critical section, shape of the critical section, calculation method of the nominal stress, value of the ultimate stress and othercontrolling factors[1,2], shown as Figure 1 and Table 1.

Ospina et al.[1]reported the basis of the punching databank containing 512 test results of slabs without shear reinforcement subjected to concentric punching at interior column locations. However, Ospina missed Chinese and Japanese paper written in Chinese and Japanese, respectively.

The purposes of the present study are to create database for the punching shear strength of RC slabs, to evaluate the equations proposed in specifications, and to propose a rational strength equation. The member strength factors based on the evaluated equation and failure probability are also determined in this study.

a Corresponding author : [email protected]

International Conference on Innovative Material Science and Technology (IMST 2016)

© 2016. The authors – Published by Atlantis Press 467

Table 1.Specifications of different Codes for punching shear strengtha.

(h)(g)(f)(e)(d)(c)(b)(a)

d/2 d/2 d/2 1.5d 1.5d 1.5d2d 2d

Figure 1. Position and perimeter of the critical section.

2 Database and evaluation of design specifications

2.1. Database and categorization

d 1

b1

BB1

D 1

D

BB1

b1

d 1 d 1

b1

BB1

D

BB1

b1

d 1

Figure 2. Test specimen descriptors.

Table 2.Classification of test specimen.

Group Slab Supported or loadedPattern - Column shape

Number of specimen Filter out Surplus

specimen CC Circular - Circular 136 22 114 CS Circular - Square 67 10 57

R(RCS) Rectangular - (Rectangular,Circular, Square) 4+5+7 0 16 SC Square - Circular 30 2 28

(SC)R (Square, Circular) - Rectangular 21+2 0 23 SS Square - Square 324 6 318 O Opposite - 35 0 35 U Slab Uniformly Loaded- 47 0 47

Total 678 40 638



The specifications of eight different codes for punching shear strength are given in Table 1. The author[1] collected 166 test results of slabs without shear reinforcement subjected to concentric punching at interior column locations which conducted in China and Japan. Together with Ospina, the database of 678 specimens has been created. Shown as in Table 2, the 678 specimens were categorized in 8 main types according to the test set-up and the specimen geometry. Figure 2 shows the plan view of typical test specimens indicating the different variables and notation used to describe their geometric properties in plan and support conditions. It should be note that the tests which missing key data will be removed.

Table 3.Comparison among calculation results by different Codes.

2.2 Evaluation of design specifications

Table 3 provides the statistical index (AVG, ST,COV) of Vtest/VCodes. From the different Codes results in each group, due to limited test data, the strength equations and computational accuracyvary widely. The strength equations provided in specifications are mostly based on specific test data which contained a small scale in specimen geometry and material parameter. From the results of each specifications among 8 groups, it is obvious that the test set-up and the specimen geometry can influence the computational accuracy significantly. That is to say, the arbitrariness of researchers and code developers in selecting reference data can lead topoorer applicability of the specifications.



3 Proposed rational equation for punching shear strength To study the punching behaviors of slab-column connection, based on the experimental phenomena, a relatively comprehensive bending-shearing critical crack model (BSCCM) which can be used to calculate the punching load and deformation simultaneously was established by the author[12].

The BSCCM[12]indicated that the factors that affect punching behavior include: reinforcement ratio (ρ), concrete strength (fc), yield strength of steel (fy), punching span ratio (λ) and perimeter thickness ratio of critical section (b0/d). Reinforcement ratio and yield strength of steel are negatively correlated with punching deformation and positively correlated with punching capacity. In contrast, concrete strength, punching span ratio and perimeter thickness ratio of critical section are positively correlated with punching deformation and negatively correlated with punching capacity. Therefore, this paper constructs the comprehensive parameter K0 here (as shown in Eq.1) which represents the comprehensive influence of above factors on punching capacity and punching deformation.

00 /y

c

fK

f b dρλ

= (1)

By numerous theory calculation and parameter analysis, the simple formulas were deduced to calculate the punching load and deformation:

0 /0.006036.613 46.469 Kd eψλ −= + ⋅ (2)

/16.9130100 15.498 62.780 de ψλν −⋅ = + ⋅ (3)

00c

Vvf b d

= (4)

Where ψ is the punching rotation; λ is the punching span ratio; d is the effective thickens of the section;ψ·λ·d represents the deflection deformation when punching occurs on the component. V is the punching load; fc

1/2 is the concrete item, referring to the standards of different countries to select 1/2 time of concrete strength for consideration; b0 is the perimeter of the critical section (calculating according to the fillet section which is 0.5d far from the column edge); d is the effective thickness of the slab; V/( fc

1/2·b0·d) represents the regular nominal punching capacity. The paper selects two group of tests, CC and SS, to make the detailed discussion. There are two

reasons for extracting those two test data: first of all, the component shape and the loading mode are the most regular and the closest to the theoretical method built previously; secondly, most researchers have chosen those two ways for test, being 136 and 324, respectively, accounting for 67.85% of the total test components collected, so the analysis results of those two groups of components are the most representative.

Table 4.Calculation results of punching shear strength.

Calculate method CCGroup SSGroup AVG COV AVG COV

Eq. (1)~(4) 1.00 0.188 1.075 0.173 GB50010-2010 1.491 0.341 1.285 0.330

ACI318-11 1.676 0.332 1.455 0.329 CEB/FIP MC2010 1.911 0.379 1.718 0.501

BS 8110-97 1.244 0.244 1.115 0.316 CAN/CSA A23.3-04 (R2010) 1.456 0.331 1.265 0.328

EN 1992-1-4: 2004 1.240 0.264 1.289 0.321 DIN 1045-1: 2008 1.280 0.256 1.309 0.316

JSCE2002 1.119 0.269 1.117 0.315



4 Conclusion

The calculation results are shown inTable 4. The statistical results in the table are the ratios of the test values to the calculated values of punching strength. It can be seen that the calculated method suggested in the paper (Equation 1~4) has the best results. The calculation results of the rest 8 design codes have great deviations, in which JSCE code has the best calculation results. The method suggested in the paper considers the influence of size effect, concrete strength, reinforcement ratio and perimeter thickness ratio of critical section on punching strength and further considers the influence of punching span ratio.

Acknowledgments

This study was funded by research grant from the Doctoral Program Foundation of Zunyi Normal College (BS[2015]17#) and Science and Technology Department of Guizhou Province (LH[2016]7005),which are gratefully acknowledged.

References 1. GB50010-2010 Code for seismic design of buildings. Beijing: China Architecture & Building

Press,2010.(in Chinese). 2. ACI 318-11 Building Code Requirements for Structural Concrete and Commentary. Detroit,

FarmingtonHills: American Concrete Institute, 2011. 3. CEB-FIP Mode Code for Concrete Structures 2010. Wilhelm Ernst &Sohn, Berlin, Germany,

2010. 4. BS 8110-97 Structural use of concrete, Part 1: Code of Practice for Design and Construction.

British Standards Institution, London, UK, 1997. 5. CAN/CSA-A23.3-04 (R2010) - Design of Concrete Structures. Canadian Standards Association,

Rexdale, ON, Canada, 2010. 6. BS EN 1992-1-1:2004 Design of Concrete Structures. General rules and rules for buildings.

Brussels, Belgium, 2004. 7. DIN 1045-1: 2008 Plain, Reinforced and Prestressed Concrete Structures-Part 1: Design and

Construction. NormenausschussBauwesen (NABau) im DIN DeutschesInstitutfürNormunge.V. BeuthVerl. Berlin, 2008.

8. Standard specification for concrete structures-2002. Japan Society of Civil Engineering. 9. Hamada S, Yang Q, Mao M. Journal of Advanced Concrete Technology, 2008, 6(1): 205-214. 10. Gardner N J. ACI Structural Journal, 2011, 108(5): 572-580. 11. Carlos E. Ospina, GerdBirkle, WidiantoWidianto (2011). ACI 445 Punching Shear Collected

Databank, Network for Earthquake Engineering Simulation (database), Dataset, DOI: 10. 4231/D3TX35618.

12. Huang C T. Study on the Analysis Methods of Hollow Floor and Punching Issues of Slab-column Connection,PhD thesis, School of Civil Engineering, Chongqing University, Chongqing, China (2015).(in Chinese).



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Comparative analysis of punching shear strength for